By saying this beam is a part of a moment-frame I’m assuming it is a multi-storey moment frame rather than a PEMB single-storey portal frame.
If so, saving thickness of end plate isn’t a good idea because Type 1 FR (Thick end plate, smaller diameter) is always suggested and preferred, so 12mm...
"BS EN 1993-1-8 states that bending moments arising from join eccentricity should be considered in the analysis of the chords (distributed equally on either side of the joint)."
-> It’s correct only if the eccentricity is within the limit.
"My question is...could these eccentricities be taken...
Well, in the contrast, I don't see any tension load from the hanger added to the pre-loaded bolt because the tension load actually just occurs on the plate surface in the area around the bolts (pre-loaded area), the load path is different from normal bolts...
@GD_P
Some points below:
- Do you really need FPBW for top flange which is tapered of UPN because there is no way that supporting beam IPE can resist that much torsion induced by the full strength of UPN.
Since you mentioned this is a grating floor with a cantilever on one side. It is assumed...
@GD_P:
Point 1 extent: In this case, it depends on (i) the thickness of the fin-plate to beam web, (ii) thickness of welding to supporting beam => so you may assume it is a rigid support and bolts are to be checked for shear only.
Point 2 extent: It should be because beam length is to be...
"This is just a 5mX5mX12m(ht) steel structure to support a Silo with four columns with Seismic, wind, content, live and dead loads."
In stead of a portal frame, a braced frame for this structure seems more reasonable, UC section for column is a suggestion.
Another reason: it may be important to eliminate slip in connections. In some situations, accumulated slip in a number of connections may lead to additional deflection of the bolted assembly.
Thank you all for your inputs.
I have checked with the structural engineer; the issue is about the ground bearing slab for a distillery. It's quite heavy load and the layers 2 & 3 may cause more unexpected differential settlements.
I am thinking of Oedometric modulus test for these 2 layers for...
Hi all,
I have a summary ground condition as below:
Stratum Depth (m) Thickness (m)
1.Top soil 0.3 0.3
2.Reddish brown clayey SAND 0.75 0.45
3.Firm gravelly CLAY with cobbles 2.20 1.45
4.Bedrock
Water table at 1m below ground.
This is a warehouse building, the structural...
I’m just wondering how wide the outrigger and the back-span is? Is it okie to get to site with something like a “fish-bone” if it is welded together?
You may refer to Table 9-2, AISC DG24 for out-of-plane Bending T connection.
You need to design disproportionate collapse for a staircase but I don’t think to design as a “Key Element” with 34kPa.
“Key Element” is to be considered in building Class 2B and above in case where the requirements of the tying method or the notional removal method have not been satisfied.
Hi all,
I have 2 identical models, first is analysed Elastic and second is analysed Non-linear (Plasticity).
https://s15.postimg.org/hqfyro9nf/image.png
https://s12.postimg.org/qwgh1oae5/image.png
The max. Vonmises stress in the first model = 449 Mpa
The max. Vonmises stress in the second...
Hi,
I've designed a steel plate 100mm thk, S355NL. But the supplier asks if I can change to S355N with -200C and 47 Joules (minimum) in Charpy test?
Could any body shed some light for me.
Cheers!
